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PA2022-0277_20221123_WQMP_10-04-22
Water Quality Management Plan (WQMP) Project Name: Sage Hill School Proposed Middle School and Gymnasium Prepared for: Sage Hill School 20402 Newport Coast Drive Newport Beach, CA 92657 (949) 219-0100 Prepared by: LPA Design Studios Engineer: Kathereen Shinkai Registration No. 68369 5301 California Avenue Suite #100 Irvine, CA 92617 (949) 261-1001 10/04/22 PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Project Owner’s Certification Permit/Application No. Grading Permit No. Tract/Parcel Map No. Building Permit No. CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract) This Water Quality Management Plan (WQMP) has been prepared for Sage Hill School by LPA Design Studios. The WQMP is intended to comply with the requirements of the local NPDES Stormwater Program requiring the preparation of the plan. The undersigned, while it owns the subject property, is responsible for the implementation of the provisions of this plan and will ensure that this plan is amended as appropriate to reflect up-to-date conditions on the site consistent with the current Orange County Drainage Area Management Plan (DAMP) and the intent of the non-point source NPDES Permit for Waste Discharge Requirements for the County of Orange, Orange County Flood Control District and the incorporated Cities of Orange County within the Santa Ana Region. Once the undersigned transfers its interest in the property, its successors-in-interest shall bear the aforementioned responsibility to implement and amend the WQMP. An appropriate number of approved and signed copies of this document shall be available on the subject site in perpetuity. Owner: Title Company Sage Hill School Address 20402 Newport Coast Dr, Newport Beach, CA 92657 Email Telephone # (949) 219-0100 Signature Date 10/03/2022 PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Owner’s Certification Contents Page No. Section I Discretionary Permit(s) and Water Quality Conditions ..................................... 3 Section II Project Description .......................................................................................... 4 Section III Site Description ........................................................................................... 10 Section IV Best Management Practices (BMPs) ............................................................. 12 Section V Inspection/Maintenance Responsibility for BMPs .......................................... 24 Section VI Site Plan and Drainage Plan ......................................................................... 26 Section VII Educational Materials .................................................................................. 27 Attachments Appendix A ..... ...................................................................... BMP Calculations & Exhibits Appendix B ..... .......................................................................... Operation & Maintenance Appendix C ..... ................................................................................. Educational Materials Appendix D ..... ............................................... Preliminary Grading and Storm Drain Plans PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Section I Page 3 Section I Discretionary Permit(s) and Water Quality Conditions Provide discretionary permit and water quality information. Refer to Section 2.1 in the Technical Guidance Document (TGD) available from the Orange County Stormwater Program (ocwatersheds.com). Project Infomation Permit/Application No. TBD Tract/Parcel Map No. 97-200 Additional Information/ Comments: N/A Water Quality Conditions Water Quality Conditions (list verbatim) TBD Watershed-Based Plan Conditions Provide applicable conditions from watershed - based plans including WIHMPs and TMDLS. N/A PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Section III Page 4 Section II Project Description II.1 Project Description Provide a detailed project description including: • Project areas; • Land uses; • Land cover; • Design elements; • A general description not broken down by drainage management areas (DMAs). Include attributes relevant to determining applicable source controls. Refer to Section 2.2 in the TGD for information that must be included in the project description. Description of Proposed Project Development Category (Verbatim from WQMP): Category 8. Significant redevelopment Project Area (ft2): 245,671 Number of Dwelling Units: N/A SIC Code: 8211 Narrative Project Description: Feasibility study for a new 20,000 SF gym and academic building addition on the existing campus, in addition to an updated baseball field with synthetic turf replacing the existing field in the same location. Project Area Pervious Impervious Area (acres) Percentage Area (acres) Percentage Pre-Project Conditions 5.56 98% 0.08 01% Post-Project Conditions 0.91 16% 4.73 84% Drainage Patterns/Connections Existing Stormwater runoff in the natural turf field either infiltrates or sheet flows towards catch basins, and v-gutters that ultimately outlet into an existing public storm drain main in Newport Coast Dr. PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Section III Page 5 The proposed project respects the existing drainage management subareas and instead of sheet flowing over large areas, the stormwater is captured with area drains or trench drains and piped underground to ultimately meet the same outlet locations. II.2 Potential Stormwater Pollutants Determine and list expected stormwater pollutants based on land uses and site activities. Refer to Section 2.2.2 and Table 2.1 in the TGD for guidance. Pollutants of Concern Pollutant Circle One: E=Expected to be of concern N=Not Expected to be of concern Additional Information and Comments Suspended-Solid/ Sediment E N Nutrients E N Heavy Metals E N Pathogens (Bacteria/Virus) E N Pesticides E N Oil and Grease E N Toxic Organic Compounds E N Trash and Debris E N PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Section III Page 6 II.3 Hydrologic Conditions of Concern Determine if streams located downstream from the project area are determined to be potentially susceptible to hydromodification impacts. Refer to Section 2.2.3.1 in the TGD for NOC No – Show map Yes – Describe applicable hydrologic conditions of concern below. Refer to Section 2.2.3 in the TGD. Post-development runoff volume for the 2-yr, 24-hr storm event exceed the pre-development runoff volume at each subarea by more than 5 percent. Basin routing will be performed in order to not exceed pre-developed conditions. PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Section III Page 7 II.4 Post Development Drainage Characteristics Describe post development drainage characteristics. Refer to Section 2.2.4 in the TGD. The proposed hardscape areas will sheet flow into drain inlets and trench drains that then will go into a detention system and slowly flow through the proprietary flow through planters that ultimately discharge to the existing RCP pipe and v-gutters that head towards Newport Coast Dr. II.5 Property Ownership/Management Describe property ownership/management. Refer to Section 2.2.5 in the TGD. The site is owned and operated by Sage Hill School, a California private school organization. PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Section III Page 8 Section III Site Description III.1 Physical Setting Fill out table with relevant information. Refer to Section 2.3.1 in the TGD. Planning Area/ Community Name N/A Location/Address 20402 Newport Coast Drive Newport Coast, CA 92657 Land Use Commercial and Services Zoning PI Acreage 5.64 acres Predominant Soil Type Soil Type D (Clay) III.2 Site Characteristics Fill out table with relevant information and include information regarding BMP sizing, suitability, and feasibility, as applicable. Refer to Section 2.3.2 in the TGD. Precipitation Zone 0.75” Topography The project site area drops grade significantly in the east to west direction. The property line sits around elevation 575, then the project area sits around elevation 565, then there is a 30’ slope drop to about elevation 535, followed by a gentler slope that drops about 7 feet to elevation 528, the field is crowned at the center, the ridge is at elevation 530, the west edge elevation is around 526. Drainage Patterns/Connections The proposed hardscape areas will sheet flow into drain inlets and trench drains that then will go into a detention system and slowly flow through the proprietary flow through planters that ultimately discharge to the existing RCP pipe and v-gutters that head towards Newport Coast Dr. There are 4 outlet locations for the proposed project site area. PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Section III Page 9 Soil Type, Geology, and Infiltration Properties Soil Type D (Clay) Infiltration is not feasible. Site Characteristics (continued) Hydrogeologic (Groundwater) Conditions Groundwater was not encountered. Geotechnical Conditions (relevant to infiltration) High clay content. Off-Site Drainage No offsite drainage runs onto the project area. Utility and Infrastructure Information There is an existing underground storm drain system on site to collect stormwater. The project site drains through a 36-inch main which connects to public facilities on Newport Coast Drive. Proposed storm drain pipes will outlet into a detention system and proprietary biofiltration vault before discharging back into the existing storm drain system. III.3 Watershed Description Fill out table with relevant information and include information regarding BMP sizing, suitability, and feasibility, as applicable. Refer to Section 2.3.3 in the TGD. Receiving Waters Bonita Creek 303(d) Listed Impairments Benthic Community Effects, Toxicity Applicable TMDLs Ammonia, Arsenic, Cadmium, Chlorpyrifos, Chromium, Copper, Diazinon, Indicator Bacteria, Lead, Malathion, Mercury, Nickel, Oxygen Dissolved, Selenium, Silver, Zinc, pH, Benthic Community Effects, Toxicity Pollutants of Concern for the Project Pesticides, Nutrients, Sediment PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Section III Page 10 Environmentally Sensitive and Special Biological Significant Areas There is no ASBS within 200 feet of the project site. PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Page 11 Section IV Best Management Practices (BMPs) IV. 1 Project Performance Criteria Describe project performance criteria. Several steps must be followed in order to determine what performance criteria will apply to a project. These steps include: • If the project has an approved WIHMP or equivalent, then any watershed specific criteria must be used and the project can evaluate participation in the approved regional or sub- regional opportunities. The local Permittee planning or NPDES staff should be consulted regarding the existence of an approved WIHMP or equivalent. • Determine applicable hydromodification control performance criteria. Refer to Section 7.II- 2.4.2.2 of the Model WQMP. • Determine applicable LID performance criteria. Refer to Section 7.II-2.4.3 of the Model WQMP. • Determine applicable treatment control BMP performance criteria. Refer to Section 7.II-3.2.2 of the Model WQMP. • Calculate the LID design storm capture volume for the project. Refer to Section 7.II-2.4.3 of the Model WQMP. (NOC Permit Area only) Is there an approved WIHMP or equivalent for the project area that includes more stringent LID feasibility criteria or if there are opportunities identified for implementing LID on regional or sub-regional basis? YES NO If yes, describe WIHMP feasibility criteria or regional/sub-regional LID opportunities. N/A PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Page 12 Project Performance Criteria (continued) If HCOC exists, list applicable hydromodification control performance criteria (Section 7.II-2.4.2.2 in MWQMP) HCOC’s exist as the post developed conditions exceed time of concentration and peak flow rate at each Subarea. Existing Subarea A peak flow and time of concentration: 1.45 CFS, 10.03 MIN Proposed Subarea A peak flow and time of concentration: 2.28 CFS, 6.90 MIN Existing Subarea B peak flow and time of concentration: 1.86 CFS, 10.06 MIN Proposed Subarea B peak flow and time of concentration: 2.56 CFS, 6.91 MIN Existing Subarea C peak flow and time of concentration: 1.77 CFS, 12.01 MIN Proposed Subarea C peak flow and time of concentration: 3.29 CFS, 6.40 MIN Existing Subarea D peak flow and time of concentration: 0.57 CFS, 10.98 MIN Proposed Subarea D peak flow and time of concentration: 1.21 CFS, 6.54 MIN List applicable LID performance criteria (Section 7.II-2.4.3 from MWQMP) Infiltration and Harvest and Reuse were not feasible given the site’s soil class D (clay) and minimal irrigation area as most fields are proposed as synthetic turf. Stormwater from the project site will be routed to a detention system and proprietary biofiltration vaults sized per the OC TGD Worksheet D and local hydromodification basin routing. List applicable treatment control BMP performance criteria (Section 7.II-3.2.2 from MWQMP) Treatment control BMP performance is satisfied in LID performance criteria. PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Page 13 Calculate LID design storm capture volume for Project. See Worksheets D in Appendix A for design flow rate ~ Subareas A+B = 0.49 CFS Subarea C = 0.40 CFS Subarea D = 0.10 CFS PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Page 14 IV.2. SITE DESIGN AND DRAINAGE PLAN Describe site design and drainage plan including • A narrative of site design practices utilized or rationale for not using practices. • A narrative of how site is designed to allow BMPs to be incorporated to the MEP • A table of DMA characteristics and list of LID BMPs proposed in each DMA. • Reference to the WQMP plot plan. • Calculation of Design Capture Volume (DCV) for each drainage area. • A listing of GIS coordinates for LID and Treatment Control BMPs (unless not required by local jurisdiction). Refer to Section 2.4.2 in the TGD. Localized sheet flow will drain to surrounding planting areas where drain inlets and trench drains collect the stormwater, in the fields the synthetic turf system will have a subdrainage system that allows water to get to the collector mains still within the property before being piped to the stormwater detention facilities. From the detention facilities, stormwater will travel to the proprietary Contech Bioscape biofiltration vaults that are designed and sized for the designated flow based capture rate per Worksheet D and WQMP Exhibit in Appendix A. PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Page 15 IV.3 LID BMP SELECTION AND PROJECT CONFORMANCE ANALYSIS Each sub-section below documents that the proposed design features conform to the applicable project performance criteria via check boxes, tables, calculations, narratives, and/or references to worksheets. Refer to Section 2.4.2.3 in the TGD for selecting LID BMPs and Section 2.4.3 in the TGD for conducting conformance analysis with project performance criteria. IV.3.1 Hydrologic Source Controls If required HSCs are included, fill out applicable check box forms. If the retention criteria are otherwise met with other LID BMPs, include a statement indicating HSCs not required. Name Included? Localized on-lot infiltration Impervious area dispersion (e.g. roof top disconnection) Street trees (canopy interception) Residential rain barrels (not actively managed) Green roofs/Brown roofs Blue roofs Impervious area reduction (e.g. permeable pavers, site design) Other: Other: Other: Other: Other: Other: Other: Other: PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Page 16 IV.3.2 Infiltration BMPs Identify infiltration BMPs to be used in project. If design volume cannot be met, state why BMPs cannot be met Name Included? Bioretention without underdrains Rain gardens Porous landscaping Infiltration planters Retention swales Infiltration trenches Infiltration basins Drywells Subsurface infiltration galleries French drains Permeable asphalt Permeable concrete Permeable concrete pavers Other: Other: Show calculations below to demonstrate if the LID Design Strom Capture Volume can be met with infiltration BMPs. If not document how much can be met with infiltration and document, why it is not feasible to meet the full volume with infiltration BMPs. Infiltration is not feasible due to existing site soils, classified as Soil Type D (high clay content). PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Page 17 IV.3.3 Evapotranspiration, Rainwater Harvesting BMPs If the full Design Storm Capture Volume cannot be met with infiltration BMPs, describe any evapotranspiration, rainwater harvesting BMPs. Name Included? All HSCs; See Section IV.3.1 Surface-based infiltration BMPs Biotreatment BMPs Above-ground cisterns and basins Underground detention Other: Other: Other: Show calculations below to demonstrate if the LID Design Strom Capture Volume can be met with evapotranspiration, rainwater harvesting BMPs in combination with infiltration BMPs. If not document how much can be met with either infiltration BMPs, evapotranspiration, rainwater harvesting BMPs, or a combination, and document why it is not feasible to meet the full volume with either of these BMPs categories. Project site does not have sufficient irrigated landscaped areas in order to make rainwater harvesting feasible. The baseball field and practice field are synthetic turf that will include an impermeable liner in the subdrainage system. PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Page 18 IV.3.4 Biotreatment BMPs If the full Design Storm Capture Volume cannot be met with infiltration BMPs, and/or evapotranspiration and rainwater harvesting BMPs, describe biotreatment BMPs. Include sections for selection, suitability, sizing, and infeasibility, as applicable. Name Included? Bioretention with underdrains Stormwater planter boxes with underdrains Rain gardens with underdrains Constructed wetlands Vegetated swales Vegetated filter strips Proprietary vegetated biotreatment systems Wet extended detention basin Dry extended detention basins Other: Other: Show calculations below to demonstrate if the LID Design Strom Capture Volume can be met with infiltration, evapotranspiration, rainwater harvesting and/or biotreatment BMPs. If not document how much can be met with either infiltration BMPs, evapotranspiration, rainwater harvesting BMPs, or a combination, and document why it is not feasible to meet the full volume with either of these BMPs categories. The full design flow rate will be treated through each biofiltration vault at each respective DMA. See Worksheets D in Appendix A. PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Page 19 IV.3.5 Hydromodification Control BMPs Describe hydromodification control BMPs. See Section 5 TGD. Include sections for selection, suitability, sizing, and infeasibility, as applicable. Detail compliance with Prior Conditions of Approval. Hydromodification Control BMPs BMP Name BMP Description IV.3.6 Regional/Sub-Regional LID BMPs Describe regional/sub-regional LID BMPs in which the project will participate. Refer to Section 7.II- 2.4.3.2 of the Model WQMP. PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Page 20 Regional/Sub-Regional LID BMPs N/A IV.3.7 Treatment Control BMPs Treatment control BMPs can only be considered if the project conformance analysis indicates that it is not feasible to retain the full design capture volume with LID BMPs. Describe treatment control BMPs including sections for selection, sizing, and infeasibility, as applicable. Treatment Control BMPs BMP Name BMP Description PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Page 21 IV.3.8 Non-structural Source Control BMPs Fill out non-structural source control check box forms or provide a brief narrative explaining if non- structural source controls were not used. Non-Structural Source Control BMPs Identifier Name Check One If not applicable, state brief reason Included Not Applicable N1 Education for Property Owners, Tenants and Occupants N2 Activity Restrictions N3 Common Area Landscape Management N4 BMP Maintenance N5 Title 22 CCR Compliance (How development will comply) N6 Local Industrial Permit Compliance N7 Spill Contingency Plan N8 Underground Storage Tank Compliance N9 Hazardous Materials Disclosure Compliance N10 Uniform Fire Code Implementation N11 Common Area Litter Control N12 Employee Training N13 Housekeeping of Loading Docks N14 Common Area Catch Basin Inspection N15 Street Sweeping Private Streets and Parking Lots N16 Retail Gasoline Outlets PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Page 22 IV.3.9 Structural Source Control BMPs Fill out structural source control check box forms or provide a brief narrative explaining if Structural source controls were not used. Structural Source Control BMPs Identifier Name Check One If not applicable, state brief reason Included Not Applicable S1 Provide storm drain system stenciling and signage S2 Design and construct outdoor material storage areas to reduce pollution introduction S3 Design and construct trash and waste storage areas to reduce pollution introduction S4 Use efficient irrigation systems & landscape design, water conservation, smart controllers, and source control S5 Protect slopes and channels and provide energy dissipation Incorporate requirements applicable to individual priority project categories (from SDRWQCB NPDES Permit) S6 Dock areas S7 Maintenance bays S8 Vehicle wash areas S9 Outdoor processing areas S10 Equipment wash areas S11 Fueling areas S12 Hillside landscaping S13 Wash water control for food preparation areas S14 Community car wash racks PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Page 23 IV.4 ALTERNATIVE COMPLIANCE PLAN (IF APPLICABLE) IV.4.1 Water Quality Credits Determine if water quality credits are applicable for the project. Refer to Section 3.1 of the Model WQMP for description of credits and Appendix VI of the TGD for calculation methods for applying water quality credits. Description of Proposed Project Project Types that Qualify for Water Quality Credits (Select all that apply): Redevelopment projects that reduce the overall impervious footprint of the project site. Brownfield redevelopment, meaning redevelopment, expansion, or reuse of real property which may be complicated by the presence or potential presence of hazardous substances, pollutants or contaminants, and which have the potential to contribute to adverse ground or surface WQ if not redeveloped. Higher density development projects which include two distinct categories (credits can only be taken for one category): those with more than seven units per acre of development (lower credit allowance); vertical density developments, for example, those with a Floor to Area Ratio (FAR) of 2 or those having more than 18 units per acre (greater credit allowance). Mixed use development, such as a combination of residential, commercial, industrial, office, institutional, or other land uses which incorporate design principles that can demonstrate environmental benefits that would not be realized through single use projects (e.g. reduced vehicle trip traffic with the potential to reduce sources of water or air pollution). Transit-oriented developments, such as a mixed use residential or commercial area designed to maximize access to public transportation; similar to above criterion, but where the development center is within one half mile of a mass transit center (e.g. bus, rail, light rail or commuter train station). Such projects would not be able to take credit for both categories, but may have greater credit assigned Redevelopment projects in an established historic district, historic preservation area, or similar significant city area including core City Center areas (to be defined through mapping). Developments with dedication of undeveloped portions to parks, preservation areas and other pervious uses. Developments in a city center area. Developments in historic districts or historic preservation areas. Live-work developments, a variety of developments designed to support residential and vocational needs together – similar to criteria to mixed use development; would not be able to take credit for both categories. In-fill projects, the conversion of empty lots and other underused spaces into more beneficially used spaces, such as residential or commercial areas. Calculation of Water Quality Credits (if applicable) N/A PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Page 24 IV.4.2 Alternative Compliance Plan Information Describe an alternative compliance plan (if applicable). Include alternative compliance obligations (i.e., gallons, pounds) and describe proposed alternative compliance measures. Refer to Section 7.II 3.0 in the WQMP. N/A PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Section V Page 25 Section V Inspection/Maintenance Responsibility for BMPs Fill out information in table below. Prepare and attach an Operation and Maintenance Plan. Identify the mechanism through which BMPs will be maintained. Inspection and maintenance records must be kept for a minimum of five years for inspection by the regulatory agencies. Refer to Section 7.II 4.0 in the Model WQMP. BMP Inspection/Maintenance BMP Reponsible Party(s) Inspection/ Maintenance Activities Required Minimum Frequency of Activities N1. Education for Property Owners, Tenants and Occupants Owner Educational materials shall be provided to all employees. Upon Tenant Occupancy N3. Common Area Landscape Management Owner The owner shall develop activity restrictions to minimize the threat of hazardous waste or contamination into the storm drainage system. Car washing is not allowed on-site at any time. Weekly N4. BMP Maintenance Owner Maintenance of BMPs implemented at the project site shall be performed at the frequency prescribed in this WQMP. Weekly PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Section V Page 26 N11. Common Area Litter Control Owner Litter patrol, violations investigation, reporting and other litter control activities shall be performed in conjunction with maintenance activities. Daily BMP Inspection/Maintenance BMP Reponsible Party(s) Inspection/ Maintenance Activities Required Minimum Frequency of Activities N12. Employee Training Owner Education programs shall be implemented as they apply to future employees and training of current employees. Yearly for all employees and within 6 months of hire date for new employees. N14. Common Area Catch Basin Inspection Owner Litter and debris removal, illicit discharge violations investigation and reporting and shall be performed in conjunction with maintenance activities. Minimum of once a year prior to rainy season PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Section V Page 27 S1. Provide Storm Drain System Stenciling and Signage Owner All proposed inlets shall be marked with the appropriate “No Dumping. Drains to Ocean.” stencil. The stencils must be repainted when they become illegible, but at a minimum once every five years. Yearly S4. Use Efficient Irrigation Systems & Landscape Design Owner Verify that landscape design continues to function properly by correctly adjusting to eliminate overspray to hardscape areas, and to verify that irrigation timing and cycle lengths are adjusted in accordance with water demands, given time of year, and day or night-time temperatures Monthly S5. Protect slopes and channels and provide energy dissipation Owner Maintain cobble energy dissipaters and clear any accumulated sediment or trash during the summer, or early fall, before October 1st. Replace cobble as needed. Monthly Contech Bioscape Vaults Owner See O&M Manual See O&M Manual PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Section VII Page 28 Section VI Site Plan and Drainage Plan VI.1 SITE PLAN AND DRAINAGE PLAN Include a site plan and drainage plan sheet set containing the following minimum information: • Project location • Site boundary • Land uses and land covers, as applicable • Suitability/feasibility constraints • Structural BMP locations • Drainage delineations and flow information • Drainage connections • BMP details Section VII Educational Materials Refer to the Orange County Stormwater Program (ocwatersheds.com) for a library of materials available. For the copy submitted to the Permittee, only attach the educational materials specifically applicable to the project. Other materials specific to the project may be included as well and must be attached. Education Materials Residential Material (http://www.ocwatersheds.com) Check If Applicable Business Material (http://www.ocwatersheds.com) Check If Applicable The Ocean Begins at Your Front Door Tips for the Automotive Industry Tips for Car Wash Fund-raisers Tips for Using Concrete and Mortar Tips for the Home Mechanic Tips for the Food Service Industry Homeowners Guide for Sustainable Water Use Proper Maintenance Practices for Your Business Household Tips Other Material Check If Attached Proper Disposal of Household Hazardous Waste PA2022-0277 Water Quality Management Plan (WQMP) Sage Hill School Proposed Middle School and Gymnasium Section VII Page 29 Recycle at Your Local Used Oil Collection Center (North County) SD-13 Storm Drain Signage Recycle at Your Local Used Oil Collection Center (Central County) Recycle at Your Local Used Oil Collection Center (South County) Tips for Maintaining a Septic Tank System Responsible Pest Control Sewer Spill Tips for the Home Improvement Projects Tips for Horse Care Tips for Landscaping and Gardening Tips for Pet Care Tips for Pool Maintenance Tips for Residential Pool, Landscape and Hardscape Drains Tips for Projects Using Paint PA2022-0277 Appendix A BMP Calculations & Exhibits PA2022-0277 1.20 IMP=0.00 A1 1.55 IMP=0.01 B1 1.65 IMP=0.14 C1 0.50 IMP=0.07 D1 NODE:10.10 529.9FG NODE:10.20 526.7FG NODE:11.10 529.9FG NODE:11.20 526.7FG NODE:12.20 532.4FG NODE:12.10 540.0FG NODE:13.10 563.5FG NODE:13.20 561.7FG PROPOSED BUILDING EXISTING BUILDING LEGEND SURFACE FLOW DIRECTION SURFACE FLOW PIPE FLOW X.XX IMP=0.XX NAME DRAINAGE SUBAREA AREA (ACRES) IMPERVIOUS RATIO V-GUTTER FLOW LIMIT OF WORK/DELINEATION BETWEEN DRAINAGE AREAS ROOF DRAIN POINT OF CONNECTIONRD Job Number Date Published Checked By ScaleSubmittalDateARCHITECTURE ENGINEERING INTERIORS LANDSCAPE ARCHITECTURE PLANNING This document and all other project documents, ideas, aesthetics and designs incorporated therein are instruments of service. All project documents are copyright protected, are the property of LPA, Inc. (LPA) and cannot be lawfully used in whole or in part for any project or purpose except as set forth in the contractual agreement between LPA and its Client. The unauthorized disclosure and/or use of the project documents (including the creation of derivative works), may give rise to liability for copyright infringement, unlawful disclosure, use or misappropriation of property rights held by LPA. The unauthorized use of the project documents will give rise to the recovery of monetary losses and damages including attorney fees and costs for which the unauthorized user will be held liable. Project documents describe the design intent of the work and are not a representation of as-built or existing conditions. LPA is not responsible for any discrepancies between the project documents and the existing conditions. © LPA, Inc. C1.01 EXISTING HYDROLOGY EXHIBIT 949-261-1001 Office 949-260-1190 Fax LPADesignStudios.com 5301 California Avenue, Suite 100 Irvine, California 92617 N 1" = 40' 40200 80 01EXISTING HYDROLOGY EXHIBIT Developed forSAGE HILL SCHOOLPROPOSED MIDDLE SCHOOL AND GYMNASIUM20402 Newport Coast DriveNewport Beach, CA 92657SAGE HILL SCHOOL1" = 30'SITE DEVELOPMENT REVIEW 10/04/22 3069101 AC 10/04/2022 PA2022-0277 534.5534.5 533.25533.25533.25 534.0 FFE 533.9 561.7 546.5 533.75 563.2 563.5 562.7 532.65 532.35532.0 532.3 533.75 533.75 533.75 530.10 528.4 526.75 526.5 528.5 528.60 526.75 (539.9) 533.35 533.10 529.75 529.90 546.5 564.0 (540.0)CORRIDORMS CLASSROOM 810 SF MS CLASSROOM 810 SF MS CLASSROOM 810 SF MS CLASSROOM 910 SF OPEN TO BELOW BRIDGE BRIDGE OUTDOOR LEARNING SOCIAL STAIR ELEV TOILET OFFICE 130 SF 0.24 IMP=0.93 C1 0.87 IMP=0.97 C2 0.59 IMP=0.66 D1 0.69 IMP=0.86 C3 1.39 IMP=0.86 B1 1.20 IMP=1.00 A1 0.13 IMP=0.71 NAME 0.08 IMP=1.00 NAME 0.08 IMP=0.12 NAME 0.11 IMP=0.16 NAME 126 L F104 LF107 LF 11 LF 249 LF162 LF109 LF117 LF 2 8 7 L F 2 9 9 L F 183 LF192 LF NODE:40.10 564.00FS NODE:40.20 562.50FS 560.50INV NODE:40.30 559.46INV DISCHAGE POINT D NODE:30.10 549.00FS NODE:30.20 548.00FS INV NODE:30.30 531.18INV CONFLUENCE NODE:30.40 528.69INV NODE:30.50 527.07INV DISCHARGE POINT C NODE:20.10 540.00FS NODE:10.10 540.00FS NODE:10.20 528.80FS 526.80INV NODE:10.30 523.93INV NODE:20.30 524.71INV NODE:10.40 522.10INV OVERFLOW A NODE:20.40 522.79INV DISCHARGE POINT B NODE:20.20 529.70FS 527.7INV PROPOSED BUILDING EXISTING BUILDING LEGEND SURFACE FLOW DIRECTION SURFACE FLOW PIPE FLOW X.XX IMP=0.XX NAME DRAINAGE SUBAREA AREA (ACRES) IMPERVIOUS RATIO V-GUTTER FLOW LIMIT OF WORK/DELINEATION BETWEEN DRAINAGE AREAS RD ROOF DRAIN POINT OF CONNECTION Job Number Date Published Checked By ScaleSubmittalDateARCHITECTURE ENGINEERING INTERIORS LANDSCAPE ARCHITECTURE PLANNING This document and all other project documents, ideas, aesthetics and designs incorporated therein are instruments of service. All project documents are copyright protected, are the property of LPA, Inc. (LPA) and cannot be lawfully used in whole or in part for any project or purpose except as set forth in the contractual agreement between LPA and its Client. The unauthorized disclosure and/or use of the project documents (including the creation of derivative works), may give rise to liability for copyright infringement, unlawful disclosure, use or misappropriation of property rights held by LPA. The unauthorized use of the project documents will give rise to the recovery of monetary losses and damages including attorney fees and costs for which the unauthorized user will be held liable. Project documents describe the design intent of the work and are not a representation of as-built or existing conditions. LPA is not responsible for any discrepancies between the project documents and the existing conditions. © LPA, Inc.Developed forSAGE HILL SCHOOLPROPOSED MIDDLE SCHOOL AND GYMNASIUM20402 Newport Coast DriveNewport Beach, CA 92657SAGE HILL SCHOOL C2.01 PROPOSED HYDROLOGY EXHIBIT 1" = 30' 949-261-1001 Office 949-260-1190 Fax LPADesignStudios.com 5301 California Avenue, Suite 100 Irvine, California 92617 N 1" = 30' 30150 60 01PROPOSED HYDROLOGY EXHIBIT SITE DEVELOPMENT REVIEW 10/04/22 3069101 AC 10/04/2022 PA2022-0277 Subarea A+B 11.5 MIN PA2022-0277 TECHNICAL GUIDANCE DOCUMENT APPENDICES III-24 December 20, 2013 Worksheet D: Capture Efficiency Method for Flow-Based BMPs Step 1: Determine the design capture storm depth used for calculating volume 1 Enter the time of concentration, Tc (min) (See Appendix IV.2) Tc= 2 Using Figure III.4, determine the design intensity at which the estimated time of concentration (Tc) achieves 80% capture efficiency, I1 I1= in/hr 3 Enter the effect depth of provided HSCs upstream, dHSC (inches) (Worksheet A) dHSC= inches 4 Enter capture efficiency corresponding to dHSC, Y2 (Worksheet A) Y2= % 5 Using Figure III.4, determine the design intensity at which the time of concentration (Tc) achieves the upstream capture efficiency(Y2), I2 I2= 6 Determine the design intensity that must be provided by BMP, Idesign= I1-I2 Idesign= Step 2: Calculate the design flowrate 1 Enter Project area tributary to BMP (s), A (acres) A= acres 2 Enter Project Imperviousness, imp (unitless) imp= 3 Calculate runoff coefficient, C= (0.75 x imp) + 0.15 C= 4 Calculate design flowrate, Qdesign= (C x idesign x A) Qdesign= cfs Supporting Calculations Describe system: Provide time of concentration assumptions: 11.5 0.224 0 0 0 0.224 2.59 0.93 0.84 0.49 Subarea A+B PA2022-0277 Subarea C 5 MIN PA2022-0277 TECHNICAL GUIDANCE DOCUMENT APPENDICES III-24 December 20, 2013 Worksheet D: Capture Efficiency Method for Flow-Based BMPs Step 1: Determine the design capture storm depth used for calculating volume 1 Enter the time of concentration, Tc (min) (See Appendix IV.2) Tc= 2 Using Figure III.4, determine the design intensity at which the estimated time of concentration (Tc) achieves 80% capture efficiency, I1 I1= in/hr 3 Enter the effect depth of provided HSCs upstream, dHSC (inches) (Worksheet A) dHSC= inches 4 Enter capture efficiency corresponding to dHSC, Y2 (Worksheet A) Y2= % 5 Using Figure III.4, determine the design intensity at which the time of concentration (Tc) achieves the upstream capture efficiency(Y2), I2 I2= 6 Determine the design intensity that must be provided by BMP, Idesign= I1-I2 Idesign= Step 2: Calculate the design flowrate 1 Enter Project area tributary to BMP (s), A (acres) A= acres 2 Enter Project Imperviousness, imp (unitless) imp= 3 Calculate runoff coefficient, C= (0.75 x imp) + 0.15 C= 4 Calculate design flowrate, Qdesign= (C x idesign x A) Qdesign= cfs Supporting Calculations Describe system: Provide time of concentration assumptions: 5 0.2625 0 0 0 1.80 0.92 0.84 0.40 Subarea C 0.2625 PA2022-0277 Subarea D 8.1 MIN PA2022-0277 TECHNICAL GUIDANCE DOCUMENT APPENDICES III-24 December 20, 2013 Worksheet D: Capture Efficiency Method for Flow-Based BMPs Step 1: Determine the design capture storm depth used for calculating volume 1 Enter the time of concentration, Tc (min) (See Appendix IV.2) Tc= 2 Using Figure III.4, determine the design intensity at which the estimated time of concentration (Tc) achieves 80% capture efficiency, I1 I1= in/hr 3 Enter the effect depth of provided HSCs upstream, dHSC (inches) (Worksheet A) dHSC= inches 4 Enter capture efficiency corresponding to dHSC, Y2 (Worksheet A) Y2= % 5 Using Figure III.4, determine the design intensity at which the time of concentration (Tc) achieves the upstream capture efficiency(Y2), I2 I2= 6 Determine the design intensity that must be provided by BMP, Idesign= I1-I2 Idesign= Step 2: Calculate the design flowrate 1 Enter Project area tributary to BMP (s), A (acres) A= acres 2 Enter Project Imperviousness, imp (unitless) imp= 3 Calculate runoff coefficient, C= (0.75 x imp) + 0.15 C= 4 Calculate design flowrate, Qdesign= (C x idesign x A) Qdesign= cfs Supporting Calculations Describe system: Provide time of concentration assumptions: 8.1 0.2375 0 0 0 0.59 0.66 0.645 0.10 Subarea D 0.2375 PA2022-0277 ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1618 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * 2 YEAR EVENT * * SAGE HILL SCHOOL * * EXISTING CONDITIONS AREA A * ************************************************************************** FILE NAME: SH2EXA.DAT TIME/DATE OF STUDY: 16:04 10/03/2022 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 10.10 TO NODE 10.20 IS CODE = 21 PA2022-0277 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 228.00 ELEVATION DATA: UPSTREAM(FEET) = 529.90 DOWNSTREAM(FEET) = 526.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.029 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.518 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL ".4 DWELLING/ACRE" D 1.20 0.20 0.900 57 10.03 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900 SUBAREA RUNOFF(CFS) = 1.45 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 1.45 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.2 TC(MIN.) = 10.03 EFFECTIVE AREA(ACRES) = 1.20 AREA-AVERAGED Fm(INCH/HR)= 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.900 PEAK FLOW RATE(CFS) = 1.45 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1618 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * 2 YEAR EVENT * * SAGE HILL SCHOOL * * EXISTING CONDITIONS AREA B * ************************************************************************** PA2022-0277 FILE NAME: SH2EXB.DAT TIME/DATE OF STUDY: 16:05 10/03/2022 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 11.10 TO NODE 11.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 229.00 ELEVATION DATA: UPSTREAM(FEET) = 529.90 DOWNSTREAM(FEET) = 526.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.055 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.516 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL ".4 DWELLING/ACRE" D 1.55 0.20 0.900 57 10.06 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900 SUBAREA RUNOFF(CFS) = 1.86 TOTAL AREA(ACRES) = 1.55 PEAK FLOW RATE(CFS) = 1.86 PA2022-0277 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.5 TC(MIN.) = 10.06 EFFECTIVE AREA(ACRES) = 1.55 AREA-AVERAGED Fm(INCH/HR)= 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.900 PEAK FLOW RATE(CFS) = 1.86 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1618 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * 2 YEAR EVENT * * SAGE HILL SCHOOL * * EXISTING CONDITIONS AREA C * ************************************************************************** FILE NAME: SH2EXC.DAT TIME/DATE OF STUDY: 16:05 10/03/2022 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.09 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= PA2022-0277 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 12.10 TO NODE 12.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 411.00 ELEVATION DATA: UPSTREAM(FEET) = 540.00 DOWNSTREAM(FEET) = 532.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.014 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.369 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL ".4 DWELLING/ACRE" D 1.65 0.20 0.900 57 12.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900 SUBAREA RUNOFF(CFS) = 1.77 TOTAL AREA(ACRES) = 1.65 PEAK FLOW RATE(CFS) = 1.77 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.6 TC(MIN.) = 12.01 EFFECTIVE AREA(ACRES) = 1.65 AREA-AVERAGED Fm(INCH/HR)= 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.900 PEAK FLOW RATE(CFS) = 1.77 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1618 PA2022-0277 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * 2 YEAR EVENT * * SAGE HILL SCHOOL * * EXISTING CONDTIONS AREA D * ************************************************************************** FILE NAME: SH2EXD.DAT TIME/DATE OF STUDY: 16:06 10/03/2022 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 13.10 TO NODE 13.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 219.00 ELEVATION DATA: UPSTREAM(FEET) = 563.50 DOWNSTREAM(FEET) = 561.70 PA2022-0277 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.984 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.441 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL ".4 DWELLING/ACRE" D 0.50 0.20 0.900 57 10.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900 SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 0.57 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.5 TC(MIN.) = 10.98 EFFECTIVE AREA(ACRES) = 0.50 AREA-AVERAGED Fm(INCH/HR)= 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.900 PEAK FLOW RATE(CFS) = 0.57 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1618 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * 2-YEAR EVENT * * SAGE HILL SCHOOL * * PROPOSED CONDITIONS AREA A * ************************************************************************** FILE NAME: SH2PR.DAT TIME/DATE OF STUDY: 16:31 09/28/2022 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- PA2022-0277 USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 10.10 TO NODE 10.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 117.00 ELEVATION DATA: UPSTREAM(FEET) = 540.00 DOWNSTREAM(FEET) = 528.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.159 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.223 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL ".4 DWELLING/ACRE" D 0.11 0.20 0.900 57 5.16 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900 SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) = 0.20 **************************************************************************** FLOW PROCESS FROM NODE 10.20 TO NODE 10.30 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ PA2022-0277 ELEVATION DATA: UPSTREAM(FEET) = 528.00 DOWNSTREAM(FEET) = 523.93 FLOW LENGTH(FEET) = 287.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.87 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.20 PIPE TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 6.40 LONGEST FLOWPATH FROM NODE 10.10 TO NODE 10.30 = 404.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.30 TO NODE 10.30 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.40 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.965 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 1.20 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.10 EFFECTIVE AREA(ACRES) = 1.31 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 2.28 **************************************************************************** FLOW PROCESS FROM NODE 10.30 TO NODE 10.40 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 523.93 DOWNSTREAM(FEET) = 522.10 FLOW LENGTH(FEET) = 183.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 9.0 INCH PIPE IS 7.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.02 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.28 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 6.90 LONGEST FLOWPATH FROM NODE 10.10 TO NODE 10.40 = 587.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.3 TC(MIN.) = 6.90 EFFECTIVE AREA(ACRES) = 1.31 AREA-AVERAGED Fm(INCH/HR)= 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.167 PEAK FLOW RATE(CFS) = 2.28 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS PA2022-0277 ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1618 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * 2-YEAR EVENT * * SAGE HILL SCHOOL * * PROPOSED CONDITIONS AREA B * ************************************************************************** FILE NAME: SH2PRB.DAT TIME/DATE OF STUDY: 18:23 09/29/2022 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED PA2022-0277 **************************************************************************** FLOW PROCESS FROM NODE 20.10 TO NODE 20.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 109.00 ELEVATION DATA: UPSTREAM(FEET) = 540.00 DOWNSTREAM(FEET) = 529.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.098 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.239 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL ".4 DWELLING/ACRE" D 0.08 0.20 0.900 57 5.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.08 PEAK FLOW RATE(CFS) = 0.15 **************************************************************************** FLOW PROCESS FROM NODE 20.20 TO NODE 20.30 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 529.70 DOWNSTREAM(FEET) = 524.70 FLOW LENGTH(FEET) = 299.00 MANNING'S N = 0.009 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 4.000 DEPTH OF FLOW IN 4.0 INCH PIPE IS 1.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.81 ESTIMATED PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.15 PIPE TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 6.41 LONGEST FLOWPATH FROM NODE 20.10 TO NODE 20.30 = 408.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.30 TO NODE 20.30 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.41 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.963 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 1.39 0.20 0.100 57 PA2022-0277 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.39 SUBAREA RUNOFF(CFS) = 2.43 EFFECTIVE AREA(ACRES) = 1.47 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 2.56 **************************************************************************** FLOW PROCESS FROM NODE 20.30 TO NODE 20.40 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 524.70 DOWNSTREAM(FEET) = 522.79 FLOW LENGTH(FEET) = 192.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.42 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.56 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 6.91 LONGEST FLOWPATH FROM NODE 20.10 TO NODE 20.40 = 600.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.5 TC(MIN.) = 6.91 EFFECTIVE AREA(ACRES) = 1.47 AREA-AVERAGED Fm(INCH/HR)= 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.144 PEAK FLOW RATE(CFS) = 2.56 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1618 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * 2-YEAR EVENT * * SAGE HILL SCHOOL * PA2022-0277 * PROPOSED CONDITIONS AREA C * ************************************************************************** FILE NAME: SH2PRC.DAT TIME/DATE OF STUDY: 19:33 09/29/2022 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 30.10 TO NODE 30.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 107.00 ELEVATION DATA: UPSTREAM(FEET) = 549.00 DOWNSTREAM(FEET) = 548.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.018 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.259 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.08 0.20 0.100 57 5.02 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.16 PA2022-0277 TOTAL AREA(ACRES) = 0.08 PEAK FLOW RATE(CFS) = 0.16 **************************************************************************** FLOW PROCESS FROM NODE 30.20 TO NODE 30.30 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 548.00 DOWNSTREAM(FEET) = 531.18 FLOW LENGTH(FEET) = 11.00 MANNING'S N = 0.009 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 4.000 DEPTH OF FLOW IN 4.0 INCH PIPE IS 0.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.60 ESTIMATED PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.16 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 5.03 LONGEST FLOWPATH FROM NODE 30.10 TO NODE 30.30 = 118.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.30 TO NODE 30.30 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 5.03 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.257 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.24 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 0.48 EFFECTIVE AREA(ACRES) = 0.32 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.64 **************************************************************************** FLOW PROCESS FROM NODE 30.30 TO NODE 30.40 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 531.18 DOWNSTREAM(FEET) = 528.69 FLOW LENGTH(FEET) = 249.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.51 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.64 PIPE TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 5.95 LONGEST FLOWPATH FROM NODE 30.10 TO NODE 30.40 = 367.00 FEET. PA2022-0277 **************************************************************************** FLOW PROCESS FROM NODE 30.40 TO NODE 30.40 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 5.95 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.049 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.87 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.87 SUBAREA RUNOFF(CFS) = 1.59 EFFECTIVE AREA(ACRES) = 1.19 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 2.17 **************************************************************************** FLOW PROCESS FROM NODE 30.40 TO NODE 30.50 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 528.69 DOWNSTREAM(FEET) = 527.07 FLOW LENGTH(FEET) = 162.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.98 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.17 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 6.40 LONGEST FLOWPATH FROM NODE 30.10 TO NODE 30.50 = 529.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.50 TO NODE 30.50 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.40 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.965 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.69 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.69 SUBAREA RUNOFF(CFS) = 1.21 EFFECTIVE AREA(ACRES) = 1.88 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10 PA2022-0277 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 3.29 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.9 TC(MIN.) = 6.40 EFFECTIVE AREA(ACRES) = 1.88 AREA-AVERAGED Fm(INCH/HR)= 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 3.29 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1618 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * 2-YEAR EVENT * * SAGE HILL SCHOOL * * PROPOSED CONDITIONS AREA D * ************************************************************************** FILE NAME: SH2PRD.DAT TIME/DATE OF STUDY: 20:34 09/29/2022 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) PA2022-0277 === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 40.10 TO NODE 40.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 126.00 ELEVATION DATA: UPSTREAM(FEET) = 564.00 DOWNSTREAM(FEET) = 562.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.044 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.030 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) CONDOMINIUMS D 0.13 0.20 0.350 57 6.04 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 SUBAREA RUNOFF(CFS) = 0.23 TOTAL AREA(ACRES) = 0.13 PEAK FLOW RATE(CFS) = 0.23 **************************************************************************** FLOW PROCESS FROM NODE 40.20 TO NODE 40.30 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 560.50 DOWNSTREAM(FEET) = 559.46 FLOW LENGTH(FEET) = 104.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.46 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.23 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 6.54 LONGEST FLOWPATH FROM NODE 40.10 TO NODE 40.30 = 230.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.30 TO NODE 40.30 IS CODE = 81 ---------------------------------------------------------------------------- PA2022-0277 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.54 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.940 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" D 0.59 0.20 0.400 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 0.99 EFFECTIVE AREA(ACRES) = 0.72 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 1.21 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.7 TC(MIN.) = 6.54 EFFECTIVE AREA(ACRES) = 0.72 AREA-AVERAGED Fm(INCH/HR)= 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.391 PEAK FLOW RATE(CFS) = 1.21 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS PA2022-0277 Appendix B Operation & Maintenance PA2022-0277 Filterra Owner’s Manual ® Bioretention Systems ENGINEERED SOLUTIONS This Owner’s Manual applies to all precast Filterra Configurations, including Filterra Bioscape Vault. PA2022-0277 PA2022-0277 www.ContechES.com/filterra | 800-338-1122 3 Table of Contents Introduction ................................................................................4 Activation Overview .....................................................................4 Filterra Plant Selection Overview ...................................................6 Warranty Overview ......................................................................6 Routine Maintenance Guidelines...................................................6 Maintenance Visit Procedure .........................................................9 Appendix 1 – Activation Checklist ...............................................12 Appendix 2 – Planting Requirements for Filterra Systems ................13 Appendix 3 – Filterra Tree Grate Opening Expansion Procedure ....15 ® Bioretention Systems ENGINEERED SOLUTIONS PA2022-0277 www.ContechES.com/filterra | 800-338-11224 Introduction Thank you for your purchase of the Filterra® Bioretention System. Filterra is a specially engineered stormwater treatment system incorporating high performance biofiltration media to remove pollutants from stormwater runoff. The system’s biota (vegetation and soil microorganisms) then further breakdown and absorb captured pollutants. All components of the system work together to provide a sustainable long-term solution for treating stormwater runoff. The Filterra system has been delivered to you with protection in place to resist intrusion of construction related sediment which can contaminate the biofiltration media and result in inadequate system performance. These protection devices are intended as a best practice and cannot fully prevent contamination. It is the purchaser’s responsibility to provide adequate measures to prevent construction related runoff from entering the Filterra system. Included with your purchase is Activation of the Filterra system by the manufacturer as well as a 1-year warranty from delivery of the system and 1-year of routine maintenance (mulch replacement, debris removal, and pruning of vegetation) up to twice during the first year after activation. Design and Installation Each project presents different scopes for the use of Filterra systems. Information and help may be provided to the design engineer during the planning process. Correct Filterra box sizing (by rainfall region) is essential to predict pollutant removal rates for a given area. The engineer shall submit calculations for approval by the local jurisdiction. The contractor is responsible for the correct installation of Filterra units as shown in approved plans. A comprehensive installation manual is available at www.ContechES.com. Activation Overview Activation of the Filterra system is a procedure completed by the manufacturer to place the system into working condition. This involves the following items: • Removal of construction runoff protection devices • Planting of the system’s vegetation • Placement of pretreatment mulch layer using mulch certified for use in Filterra systems. Activation MUST be provided by the manufacturer to ensure proper site conditions are met for Activation, proper installation of the vegetation, and use of pretreatment mulch certified for use in Filterra systems. PA2022-0277 www.ContechES.com/filterra | 800-338-1122 5 Minimum Requirements The minimum requirements for Filterra Activation are as follows: 1. The site landscaping must be fully stabilized, i.e. full landscaping installed and some grass cover (not just straw and seed) is required to reduce sediment transport. Construction debris and materials should be removed from surrounding area. 2. Final paving must be completed. Final paving ensures that paving materials will not enter and contaminate the Filterra system during the paving process, and that the plant will receive runoff from the drainage area, assisting with plant survival for the Filterra system. 3. Where curb inlets are included as part of the Filterra system, Filterra throat opening should be at least 4” in order to ensure adequate capacity for inflow and debris. An Activation Checklist is included on page 12 to ensure proper conditions are met for Contech to perform the Activation services. A charge of $500.00 will be invoiced for each Activation visit requested by Customer where Contech determines that the site does not meet the conditions required for Activation. PA2022-0277 www.ContechES.com/filterra | 800-338-11226 Filterra Plant Selection Overview A Plant List is available on the Contech website highlighting recommended plants for Filterra systems in your area. Keep in mind that plants are subject to availability due to seasonality and required minimum size for the Filterra system. Plants installed in the Filterra system are container plants (max 15 gallon) from nursery stock and will be immature in height and spread at Activation. It is the responsibility of the owner to provide adequate irrigation when necessary to the plant of the Filterra system. The “Planting Requirements for Filterra Systems” document is included as an appendix and discusses proper selection and care of the plants within Filterra systems. Warranty Overview Refer to the Contech Engineered Solutions LLC Stormwater Treatment System LIMITED WARRANTY for further information. The following conditions may void the Filterra system’s warranty and waive the manufacturer provided Activation and Maintenance services: • Unauthorized activation or performance of any of the items listed in the activation overview • Any tampering, modifications or damage to the Filterra system or runoff protection devices • Removal of any Filterra system components • Failure to prevent construction related runoff from entering the Filterra system • Failure to properly store and protect any Filterra components (including media and underdrain stone) that may be shipped separately from the vault Routine Maintenance Guidelines With proper routine maintenance, the biofiltration media within the Filterra system should last as long as traditional bioretention media. Routine maintenance is included by the manufacturer on all Filterra systems for the first year after activation. This includes a maximum of 2 visits to remove debris, replace pretreatment mulch, and prune the vegetation. More information is provided in the Operations and Maintenance Guidelines. Some Filterra systems also contain pretreatment or outlet bays. Depending on site pollutant loading, these bays may require periodic removal of debris, however this is not included in the first year of maintenance, and would likely not be required within the first year of operation. These services, as well as routine maintenance outside of the included first year, can be provided by certified maintenance providers listed on the Contech website. Training can also be provided to other stormwater maintenance or landscape providers. PA2022-0277 www.ContechES.com/filterra | 800-338-1122 7 Why Maintain? All stormwater treatment systems require maintenance for effective operation. This necessity is often incorporated in your property’s permitting process as a legally binding BMP maintenance agreement. Other reasons to maintain are: • Avoiding legal challenges from your jurisdiction’s maintenance enforcement program. • Prolonging the expected lifespan of your Filterra media. • Avoiding more costly media replacement. • Helping reduce pollutant loads leaving your property. Simple maintenance of the Filterra is required to continue effective pollutant removal from stormwater runoff before discharge into downstream waters. This procedure will also extend the longevity of the living biofilter system. The unit will recycle and accumulate pollutants within the biomass, but is also subjected to other materials entering the inlet. This may include trash, silt and leaves etc. which will be contained above the mulch layer. Too much silt may inhibit the Filterra’s flow rate, which is the reason for site stabilization before activation. Regular replacement of the mulch stops accumulation of such sediment. When to Maintain? Contech includes a 1-year maintenance plan with each system purchase. Annual included maintenance consists of a maximum of two (2) scheduled visits. Additional maintenance may be necessary depending on sediment and trash loading (by Owner or at additional cost). The start of the maintenance plan begins when the system is activated. Maintenance visits are typically scheduled seasonally; the spring visit aims to clean up after winter loads including salts and sands while the fall visit helps the system by removing excessive leaf litter. It has been found that in regions which receive between 30-50 inches of annual rainfall, (2) two visits are generally required; regions with less rainfall often only require (1) one visit per annum. Varying land uses can affect maintenance frequency; e.g. some fast food restaurants require more frequent trash removal. Contributing drainage areas which are subject to new development wherein the recommended erosion and sediment control measures have not been implemented may require additional maintenance visits. Some sites may be subjected to extreme sediment or trash loads, requiring more frequent maintenance visits. This is the reason for detailed notes of maintenance actions per unit, helping the Supplier and Owner predict future maintenance frequencies, reflecting individual site conditions. Owners must promptly notify the maintenance provider of any damage to the plant(s), which constitute(s) an integral part of the bioretention technology. Owners should also advise other landscape or maintenance contractors to leave all maintenance to the Supplier (i.e. no pruning or fertilizing) during the first year. PA2022-0277 www.ContechES.com/filterra | 800-338-11228 Exclusion of Services Clean up due to major contamination such as oils, chemicals, toxic spills, etc. will result in additional costs and are not covered under the Supplier maintenance contract. Should a major contamination event occur the Owner must block off the outlet pipe of the Filterra (where the cleaned runoff drains to, such as drop inlet) and block off the throat of the Filterra. The Supplier should be informed immediately. Maintenance Visit Summary Each maintenance visit consists of the following simple tasks (detailed instructions below). 1. Inspection of Filterra and surrounding area 2. Removal of tree grate (where applicable) and erosion control stones 3. Removal of debris, trash and mulch 4. Mulch replacement 5. Plant health evaluation and pruning or replacement as necessary 6. Clean area around Filterra 7. Complete paperwork Maintenance Tools, Safety Equipment and Supplies Ideal tools include: camera, bucket, shovel, broom, pruners, hoe/rake, and tape measure. Appropriate Personal Protective Equipment (PPE) should be used in accordance with local or company procedures. This may include impervious gloves where the type of trash is unknown, high visibility clothing and barricades when working in close proximity to traffic and also safety hats and shoes. A T-Bar or crowbar should be used for moving the tree grates, where applicable (up to 170 lbs each). If tree grate opening expansion is necessary, safety glasses/goggles and a 3lb or greater mini sledgehammer are required. Most visits require minor trash removal and a full replacement of mulch. See below for actual number of bagged mulch that is required in each media bay size. Mulch should be a double shredded, hardwood variety. Some visits may require additional Filterra engineered soil media available from the Supplier. Media Bay Length Media Bay Width Filter Surface Area (ft²)Volume at 3” (ft³)# of 2 ft³ Mulch Bags 4 4 16 4 2 6 4 24 6 3 8 4 32 8 4 6 6 36 9 5 8 6 48 12 6 10 6 60 15 8 12 6 72 18 9 13 7 91 23 12 Other sizes not listed - 1 bag per 8 ft² of media. PA2022-0277 www.ContechES.com/filterra | 800-338-1122 9 1. Inspection of Filterra and surrounding area • Record individual unit before maintenance with photograph (numbered). Record on Maintenance Report (see example in this document) the following: 2. Removal of tree grate (if applicable) and erosion control stones • Remove cast iron grates for access into Filterra box (if applicable). • Dig out silt (if any) and mulch and remove trash & foreign items. 3. Removal of debris, trash and mulch • After removal of mulch and debris, measure distance from the top of the Filterra engineered media soil to the top of the top slab. Compare the measured distance to the distance shown on the approved Contract Drawings for the system. Add Filterra media (not top soil or other) to bring media up as needed to distance indicated on drawings. Record on Maintenance Report the following: Standing Water yes | no Damage to Box Structure yes | no Damage to Grate (if applicable) yes | no Is Bypass Clear yes | no If yes answered to any of these observations, record with close-up photograph (numbered). Record on Maintenance Report the following: Silt/Clay yes | no Cups/ Bags yes | no Leaves yes | no Buckets Removed ________ Record on Maintenance Report the following: Distance to Top of Top Slab (inches) ________ Inches of Media Added ________ Maintenance Visit Procedure Keep sufficient documentation of maintenance actions to predict location specific maintenance frequencies and needs. An example Maintenance Report is included in this manual. PA2022-0277 www.ContechES.com/filterra | 800-338-112210 4. Mulch replacement • Add double shredded mulch evenly across the entire unit to a depth of 3”. • Refer to Filterra Mulch Specifications for information on acceptable sources. • Ensure correct repositioning of erosion control stones by the Filterra inlet to allow for entry of trash during a storm event. • Replace Filterra grates (if applicable) correctly using appropriate lifting or moving tools, taking care not to damage the plant. • Where applicable, if 6” tree grate opening is too close to plant trunk, the grate opening may be expanded to 12” using a mini sledgehammer. Refer to instructions in Appendix 3. 5. Plant health evaluation and pruning or replacement as necessary • Examine the plant’s health and replace if necessary. • Prune as necessary to encourage growth in the correct directions 6. Clean area around Filterra • Clean area around unit and remove all refuse to be disposed of appropriately. 7. Complete paperwork • Deliver Maintenance Report and photographs to appropriate location (normally Contech during maintenance contract period). • Some jurisdictions may require submission of maintenance reports in accordance with approvals. It is the responsibility of the Owner to comply with local regulations. Record on Maintenance Report the following: Height above top of Filterra Unit __________________(ft) Width at Widest Point __________________(ft) Health healthy | unhealthy Damage to Plant yes | no Plant Replaced yes | no PA2022-0277 www.ContechES.com/filterra | 800-338-1122 11 Maintenance Checklist Filterra Inspection & Maintenance Log Filterra System Size/Model: _____________________________Location: ____________________________________________ Drainage System Failure Problem Conditions to Check Condition that Should Exist Actions Inlet Excessive sediment or trash accumulation. Accumulated sediments or trash impair free flow of water into Filterra. Inlet should be free of obstructions allowing free distributed flow of water into Filterra. Sediments and/or trash should be removed. Mulch Cover Trash and floatable debris accumulation.Excessive trash and/or debris accumulation.Minimal trash or other debris on mulch cover. Trash and debris should be removed and mulch cover raked level. Ensure bark nugget mulch is not used. Mulch Cover “Ponding” of water on mulch cover. “Ponding” in unit could be indicative of clogging due to excessive fine sediment accumulation or spill of petroleum oils. Stormwater should drain freely and evenly through mulch cover. Recommend contact manufacturer and replace mulch as a minimum. Vegetation Plants not growing or in poor condition. Soil/mulch too wet, evidence of spill. Incorrect plant selection. Pest infestation. Vandalism to plants. Plants should be healthy and pest free.Contact manufacturer for advice. Vegetation Plant growth excessive. Plants should be appropriate to the species and location of Filterra. Trim/prune plants in accordance with typical landscaping and safety needs. Structure Structure has visible cracks. Cracks wider than 1/2 inch or evidence of soil particles entering the structure through the cracks. Vault should be repaired. Maintenance is ideally to be performed twice annually. Date Mulch & Debris Removed Depth of Mulch Added Mulch Brand Height of Vegetation Above Top of Vault Vegetation Species Issues with System Comments 1/1/17 5 – 5 gal Buckets 3”Lowe’s Premium Brown Mulch 4’Galaxy Magnolia - Standing water in downstream structure - Removed blockage in downstream structure PA2022-0277 www.ContechES.com/filterra | 800-338-112212 Appendix 1 – Filterra® Activation Checklist Project Name: ________________________________________Company: ______________________________________________ Site Contact Name: _______________________________________Site Contact Phone/Email: ____________________________ Site Owner/End User Name: _________________________Site Owner/End User Phone/Email: ____________________________ Preferred Activation Date: ___________________________________(provide 2 weeks minimum from date this form is submitted) Site Designation System Size Final Pavement / Top Coat Complete Landscaping Complete / Grass Emerging Construction materials / Piles / Debris Removed Throat Opening Measures 4” Min. Height Plant Species Requested Yes No Yes No Yes No Yes No N/A Yes No Yes No Yes No Yes No N/A Yes No Yes No Yes No Yes No N/A Yes No Yes No Yes No Yes No N/A Yes No Yes No Yes No Yes No N/A Yes No Yes No Yes No Yes No N/A Yes No Yes No Yes No Yes No N/A Yes No Yes No Yes No Yes No N/A Yes No Yes No Yes No Yes No N/A NOTE: A charge of $500.00 will be invoiced for each Activation visit requested by Customer where Contech determines that the site does not meet the conditions required for Activation. ONLY Contech authorized representatives can perform Activation of Filterra systems; unauthorized Activations will void the system warranty and waive manufacturer supplied Activation and 1st Year Maintenance. Attach additional sheets as necessary. Signature Date ENGINEERED SOLUTIONS PA2022-0277 www.ContechES.com/filterra | 800-338-1122 13 Appendix 2 – Planting Requirements for Filterra® Systems Plant Material Selection • Select plant(s) as specified in the engineering plans and specifications. • Select plant(s) with full root development but not to the point where root bound. • Use local nursery container plants only. Ball and burlapped plants are not permitted. • For precast Filterra systems with a tree grate, plant(s) must not have scaffold limbs at least 14 inches from the crown due to spacing between the top of the mulch and the tree grate. Lower branches can be pruned away provided there are sufficient scaffold branches for tree or shrub development. • For precast Filterra systems with a tree grate, at the time of installation, it is required that plant(s) must be at least 6” above the tree grate opening at installation for all Filterra configurations. This DOES NOT apply to Full Grate Cover designs. • Plant(s) shall not have a mature height greater than 25 feet. • For standard 21” media depth, a 7 – 15 gallon container size shall be used. Media less than 21” (Filterra boxes only) may require smaller container plants. • For precast Filterra systems, plant(s) should have a single trunk at installation, and pruning may be necessary at activation and maintenance for some with a tree grate of the faster growing species, or species known to produce basal sprouts. Plant Installation • During transport protect the plant foliage from wind and excessive jostling. • Prior to removing the plant(s) from the container, ensure the soil moisture is sufficient to maintain the integrity of the root ball. If needed, pre-wet the container plant. • Cut away any roots which are growing out of the container drain holes. Plants with excessive root growth from the drain holes should be rejected. • Plant(s) should be carefully removed from the pot by gently pounding on the sides of the container with the fist to loosen root ball. Then carefully slide out. Do not lift plant(s) by trunk as this can break roots and cause soil to fall off. Extract the root ball in a horizontal position and support it to prevent it from breaking apart. Alternatively the pot can be cut away to minimize root ball disturbance. • Remove any excess soil from above the root flare after removing plant(s) from container. • Excavate a hole with a diameter 4” greater than the root ball, gently place the plant(s). • If plant(s) have any circling roots from being pot bound, gently tease them loose without breaking them. • If root ball has a root mat on the bottom, it should be shaved off with a knife just above the mat line. • Plant the tree/shrub/grass with the top of the root ball 1” above surrounding media to allow for settling. • All plants should have the main stem centered in the tree grate (where applicable) upon completion of installation. • With all trees/shrubs, remove dead, diseased, crossed/rubbing, sharply crotched branches or branches growing excessively long or in wrong direction compared to majority of branches. • To prevent transplant shock (especially if planting takes place in the hot season), it may be necessary to prune some of the foliage to compensate for reduced root uptake capacity. This is accomplished by pruning away some of the smaller secondary branches or a main scaffold branch if there are too many. Too much foliage relative to the root ball can dehydrate and damage the plant. • Plant staking may be required. PA2022-0277 www.ContechES.com/filterra | 800-338-112214 Mulch Installation • Only mulch that meets Contech Engineered Solutions’ mulch specifications can be used in the Filterra system. • Mulch must be applied to a depth of 3” evenly over the surface of the media. Irrigation Requirements • Each Filterra system must receive adequate irrigation to ensure survival of the living system during periods of drier weather. • Irrigation sources include rainfall runoff from downspouts and/or gutter flow, applied water through the top/tree grate or in some cases from an irrigation system with emitters installed during construction. • At Activation: Apply about one (cool climates) to two (warm climates) gallons of water per inch of trunk diameter over the root ball. • During Establishment: In common with all plants, each Filterra plant will require more frequent watering during the establishment period. One inch of applied water per week for the first three months is recommended for cooler climates (2 to 3 inches for warmer climates). If the system is receiving rainfall runoff from the drainage area, then irrigation may not be needed. Inspection of the soil moisture content can be evaluated by gently brushing aside the mulch layer and feeling the soil. Be sure to replace the mulch when the assessment is complete. Irrigate as needed**. • Established Plants: Established plants have fully developed root systems and can access the entire water column in the media. Therefore irrigation is less frequent but requires more applied water when performed. For a mature system assume 3.5 inches of available water within the media matrix. Irrigation demand can be estimated as 1” of irrigation demand per week. Therefore if dry periods exceed 3 weeks, irrigation may be required. It is also important to recognize that plants which are exposed to windy areas and reflected heat from paved surfaces may need more frequent irrigation. Long term care should develop a history which is more site specific. ** Five gallons per square yard approximates 1 inch of water Therefore for a 6’ by 6’ Filterra approximately 20-60 gallons of water is needed. To ensure even distribution of water it needs to be evenly sprinkled over the entire surface of the filter bed, with special attention to make sure the root ball is completely wetted. NOTE: if needed, measure the time it takes to fill a five gallon bucket to estimate the applied water flow rate then calculate the time needed to irrigate the Filterra. For example, if the flow rate of the sprinkler is 5 gallons/minute then it would take 12 minutes to irrigate a 6’ by 6’ filter. PA2022-0277 www.ContechES.com/filterra | 800-338-1122 15 Appendix 3 – Filterra® Tree Grate Opening Expansion Procedure The standard grates used on all Filterra configurations that employ Tree Grates are fabricated with a 6” opening that is designed with a breakaway section that can be removed, allowing the grate opening to be expanded to 12” as the tree matures and the trunk widens. The following tools are required to expand the opening: • Mini sledgehammer (3 lb. or greater) • Safety Glasses / Goggles The following guidelines should be followed to properly expand the tree opening from 6” to 12”: 1. Remove the grate from the Filterra frame, place it flat on a hard surface, and support the grate by stepping on the edge or using other weighted items such as a few mulch bags if this is being done during a Filterra maintenance event. Put on safety glasses/goggles. Align the mini sledgehammer as shown in the figure to the left. The head of the sledgehammer should be aimed just inside the wide cast iron bar between the larger grate section and the breakaway section. 2. Repeatedly hit the grate at this spot with the mini sledgehammer. 3. After several hits, the breakaway section should snap cleanly off of the larger grate section. Reinstall the grate into the Filterra grate frame. Recycle or dispose of the breakaway section per local guidelines. PA2022-0277 PDF 6/21 © 2021 Contech Engineered Solutions LLC, a QUIKRETE Company 9025 Centre Pointe Drive, Suite 400 West Chester, OH 45069 info@conteches.com | 800-338-1122 www.ContechES.com ALL RIGHTS RESERVED. PRINTED IN THE USA. NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY. APPLICATIONS SUGGESTED HEREIN ARE DESCRIBED ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS AND DECISIONS, AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY APPLICATION. CONTECH MAKES NO WARRANTY WHATSOEVER, EXPRESS OR IMPLIED, RELATED TO THE APPLICATIONS, MATERIALS, COATINGS, OR PRODUCTS DISCUSSED HEREIN. ALL IMPLIED WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED BY CONTECH. SEE CONTECH’S CONDITIONS OF SALE (AVAILABLE AT WWW.CONTECHES.COM/COS) FOR MORE INFORMATION. ® Bioretention Systems ENGINEERED SOLUTIONS PA2022-0277 Appendix C Educational Materials PA2022-0277 For More Information Aliso Viejo (949) 425-2535 Anaheim Public Works Operations (714) 765-6860 Brea Engineering (714) 990-7666 Buena Park Public Works (714) 562-3655 Costa Mesa Public Services (714) 754-5323 Cypress Public Works (714) 229-6740 Dana Point Public Works (949) 248-3584 Fountain Valley Public Works (714) 593-4441 Fullerton Engineering Dept (714) 738-6853 Garden Grove Public Works (714) 741-5956 Huntington Beach Public Works (714) 536-5431 Irvine Public Works (949) 724-6315 La Habra Public Services (562) 905-9792 La Palma Public Works (714) 690-3310 Laguna Beach Water Quality (949) 497-0378 Laguna Hills Public Services (949) 707-2650 Laguna Niguel Public Works (949) 362-4337 Laguna Woods Public Works (949) 639-0500 Lake Forest Public Works (949) 461-3480 Los Alamitos Community Dev (562) 431-3538 Mission Viejo Public Works (949) 470-3056 Newport Beach, Code & Water Quality Enforcement (949) 644-3215 Orange Public Works (714) 532-6480 Placentia Public Works (714) 993-8245 Rancho Santa Margarita (949) 635-1800 San Clemente Environmental Programs (949) 361-6143 San Juan Capistrano Engineering (949) 234-4413 Santa Ana Public Works (714) 647-3380 Seal Beach Engineering (562) 431-2527 x317 Stanton Public Works (714) 379-9222 x204 Tustin Public Works/Engineering (714) 573-3150 Villa Park Engineering (714) 998-1500 Westminster Public Works/Engineering (714) 898-3311 x446 Yorba Linda Engineering (714) 961-7138 Orange County Stormwater Program (877) 897-7455 Orange County 24-Hour Water Pollution Problem Reporting Hotline 1-877-89-SPILL (1-877-897-7455) On-line Water Pollution Problem Reporting Form w w w o c w a t e r s h e d s c o m The Ocean Begins at Your Front Door California Environmental Protection Agency www calepa ca gov • Air Resources Board www arb ca gov • Department of Pesticide Regulation www cdpr ca gov • Department of Toxic Substances Control www dtsc ca gov • Integrated Waste Management Board www ciwmb ca gov • Office of Environmental Health Hazard Assessment www oehha ca gov • State Water Resources Control Board www waterboards ca gov Earth 911 - Community-Specific Environmental Information 1-800-cleanup or visit www 1800cleanup org Health Care Agency’s Ocean and Bay Water Closure and Posting Hotline (714) 433-6400 or visit www ocbeachinfo com Integrated Waste Management Dept. of Orange County (714) 834-6752 or visit www oclandfills com for information on household hazardous waste collection centers, recycling centers and solid waste collection O.C. Agriculture Commissioner (714) 447-7100 or visit www ocagcomm com Stormwater Best Management Practice Handbook Visit www cabmphandbooks com UC Master Gardener Hotline (714) 708-1646 or visit www uccemg com Did You Know? Most people believe that the largest source of water pollution in urban areas comes from specific sources such as factories and sewage treatment plants In fact, the largest source of water pollution comes from city streets, neighborhoods, construction sites and parking lots This type of pollution is sometimes called “non-point source” pollution There are two types of non-point source pollution: stormwater and urban runoff pollution Stormwater runoff results from rainfall When rainstorms cause large volumes of water to rinse the urban landscape, picking up pollutants along the way Urban runoff can happen any time of the year when excessive water use from irrigation, vehicle washing and other sources carries trash, lawn clippings and other urban pollutants into storm drains Where Does It Go? Anything we use outside homes, vehicles and businesses – like motor oil, paint, pesticides, fertilizers and cleaners – can be blown or washed into storm drains A little water from a garden hose or rain can also send materials into storm drains Storm drains are separate from our sanitary sewer systems; unlike water in sanitary sewers (from sinks or toilets), water in storm drains is not treated before entering our waterways Printed on Recycled Paper The Orange County Stormwater Program has created and moderates an electronic mailing list to facilitate communications, take questions and exchange ideas among its users about issues and topics related to stormwater and urban runoff and the implementation of program elements To join the list, please send an email to ocstormwaterinfo-join@list ocwatersheds com Orange County Stormwater Program Even if you live miles from the Pacific Ocean, you may be unknowingly polluting it.Sources of Non-Point Source Pollution Automotive leaks and spills Improper disposal of used oil and other engine fluids Metals found in vehicle exhaust, weathered paint, rust, metal plating and tires Pesticides and fertilizers from lawns, gardens and farms Improper disposal of cleaners, paint and paint removers Soil erosion and dust debris from landscape and construction activities Litter, lawn clippings, animal waste, and other organic matter Oil stains on parking lots and paved surfaces The Effect on the OceanNon-point source pollution can have a serious impact on water quality in Orange County Pollutants from the storm drain system can harm marine life as well as coastal and wetland habitats They can also degrade recreation areas such as beaches, harbors and bays Stormwater quality management programs have been developed throughout Orange County to educate and encourage the public to protect water quality, monitor runoff in the storm drain system, investigate illegal dumping and maintain storm drains Support from Orange County residents and businesses is needed to improve water quality and reduce urban runoff pollution Proper use and disposal of materials will help stop pollution before it reaches the storm drain and the ocean Dumping one quart of motor oil into a storm drain can contaminate 250,000 gallons of water. PA2022-0277 Follow these simple steps to help reduce water pollution: Household Activities Do not rinse spills with water Use dry cleanup methods such as applying cat litter or another absorbent material, sweep and dispose of in the trash Take items such as used or excess batteries, oven cleaners, automotive fluids, painting products and cathode ray tubes, like TVs and computer monitors, to a Household Hazardous Waste Collection Center (HHWCC) For a HHWCC near you call (714) 834-6752 or visit www oclandfills com Do not hose down your driveway, sidewalk or patio to the street, gutter or storm drain Sweep up debris and dispose of it in the trash Automotive Take your vehicle to a commercial car wash whenever possible If you wash your vehicle at home, choose soaps, cleaners, or detergents labeled non-toxic, phosphate- free or biodegradable Vegetable and citrus-based products are typically safest for the environment Do not allow washwater from vehicle washing to drain into the street, gutter or storm drain Excess washwater should be disposed of in the sanitary sewer (through a sink or toilet) or onto an absorbent surface like your lawn Monitor your vehicles for leaks and place a pan under leaks Keep your vehicles well maintained to stop and prevent leaks Never pour oil or antifreeze in the street, gutter or storm drain Recycle these substances at a service station, a waste oil collection center or used oil recycling center For the nearest Used Oil Collection Center call 1-800-CLEANUP or visit www 1800cleanup org Never allow pollutants to enter the street, gutter or storm drain! Lawn and Garden Pet and animal waste Pesticides Clippings, leaves and soil Fertilizer Common Pollutants Automobile Oil and grease Radiator fluids and antifreeze Cleaning chemicals Brake pad dust Home Maintenance Detergents, cleaners and solvents Oil and latex paint Swimming pool chemicals Outdoor trash and litter The Ocean Begins at Your Front Door Trash Place trash and litter that cannot be recycled in securely covered trash cans Whenever possible, buy recycled products Remember: Reduce, Reuse, Recycle Pet Care Always pick up after your pet Flush waste down the toilet or dispose of it in the trash Pet waste, if left outdoors, can wash into the street, gutter or storm drain If possible, bathe your pets indoors If you must bathe your pet outside, wash it on your lawn or another absorbent/permeable surface to keep the washwater from entering the street, gutter or storm drain Follow directions for use of pet care products and dispose of any unused products at a HHWCC Pool Maintenance Pool and spa water must be dechlorinated and free of excess acid, alkali or color to be allowed in the street, gutter or storm drain When it is not raining, drain dechlorinated pool and spa water directly into the sanitary sewer Some cities may have ordinances that do not allow pool water to be disposed of in the storm drain Check with your city Landscape and Gardening Do not over-water Water your lawn and garden by hand to control the amount of water you use or set irrigation systems to reflect seasonal water needs If water flows off your yard onto your driveway or sidewalk, your system is over-watering Periodically inspect and fix leaks and misdirected sprinklers Do not rake or blow leaves, clippings or pruning waste into the street, gutter or storm drain Instead, dispose of waste by composting, hauling it to a permitted landfill, or as green waste through your city’s recycling program Follow directions on pesticides and fertilizer, (measure, do not estimate amounts) and do not use if rain is predicted within 48 hours Take unwanted pesticides to a HHWCC to be recycled For locations and hours of HHWCC, call (714) 834-6752 or visit www oclandfills com PA2022-0277 For more information, please call the Orange County Stormwater Program at 1-877-89-SPILL (1-877-897-7455) or visit www.ocwatersheds.com To report a spill, call the Orange County 24-Hour Water Pollution Problem Reporting Hotline at 1-877-89-SPILL (1-877-897-7455) For emergencies, dial 911. The tips contained in this brochure provide useful information about how you can keep soap, oil and washwater from car wash activities from entering the storm drain system. If you have other suggestions, please contact your city’s stormwater representative or call the Orange County Stormwater Program. Printed on Recycled Paper Help Prevent Ocean Pollution: Tips for Car Wash Fund-RaisersC lean beaches and healthy creeks, rivers, bays, and ocean are important to Orange County. However, many common activities can lead to water pollution if you’re not careful. Washwater, oil and residue from car washing should not flow into the street, gutter or storm drain. Unlike water in sanitary sewers (from sinks and toilets), water in storm drains is not treated before entering our waterways. You would never dump soap, oil or dirty water into the ocean, so don’t let it enter the storm drains. Follow these easy tips to help prevent water pollution. The Ocean Begins at Your Front Door PA2022-0277 Before beginning your car wash fund-raiser Partner with a professional car wash and avoid the pollution that parking lot car washes can produce. Hold a meeting with all participants to explain the proper procedures that should be followed when washing cars. Remove all trash and debris from the car washing area. Select only soaps, cleaners or detergents labeled “non-toxic,” “phosphate-free,” or “biodegradable.” The safest products for the environment are vegetable-based or citrus-based soaps. However, even these soaps can be toxic for the environment, so never let any products enter the street, gutter or storm drain. Do not use acid based wheel cleaners or engine degreasers. Select a site where the washwater can soak into grass, gravel, or be diverted to nearby landscaping. This will allow the washwater to filter through the vegetation and/or soil instead of flowing directly into a storm drain. Divert the washwater to an area where the water can pool and evaporate throughout the day, or arrange to dispose of the washwater down a sanitary sewer drain. For details, refer to Factsheet IC24 Wastewater Disposal Guidelines located at www.ocwatersheds. com/StormWater/documents_bmp_ existing_development.asp#res If there is a storm drain on-site, block it with sandbags. At the end of the day, dispose of the sandbags by dumping the contents in an authorized landscaped area. During the fund-raiser Never let any trash or washwater enter the street, gutter or storm drain. Shake car mats in a trash can or vacuum them. Do not shake dirt from car mats directly onto the ground. Use a bucket of soapy water to re-soap rags or sponges throughout the day rather than adding soap directly to them. Wring sponges and washrags into buckets, not the ground. Conserve water by using a spray nozzle with an automatic shut-off. Turn off the water or kink the hose when not in use. Always empty buckets into the sanitary sewer system (e.g. sinks or toilets) or a landscaped area rather than pouring the water on concrete or asphalt. After the fund-raiser Remember to clean up. Have a volunteer walk the perimeter of the site to pick up trash and debris and dispose of it properly. Tips for Car Wash Fund-Raisers PA2022-0277 For more information, please call the Orange County Stormwater Program at 1-877-89-SPILL (1-877-897-7455) or visit www.ocwatersheds.com To report a spill, call the Orange County 24-Hour Water Pollution Problem Reporting Hotline at 1-877-89-SPILL (1-877-897-7455). For emergencies, dial 911. Proper Maintenance Practices for Your Business The Ocean Beginsat Your Front Door PROJECT PREVENTION Help Prevent Ocean Pollution: Preventing water pollution at your commercial/industrial site Clean beaches and healthy creeks, rivers, bays and ocean are important to Orange County. However, many landscape and building maintenance activities can lead to water pollution if you’re not careful. Paint, chemicals, plant clippings and other materials can be blown or washed into storm drains that flow to the ocean. Unlike water in sanitary sewers (from sinks and toilets), water in storm drains is not treated before entering our waterways. You would never pour soap or fertilizers into the ocean, so why would you let them enter the storm drains? Follow these easy tips to help prevent water pollution. Some types of industrial facilities are required to obtain coverage under the State General Industrial Permit. For more information visit: www.swrcb.ca.gov/stormwater/industrial.html Printed on Recycled Paper PA2022-0277 Tips for Pool Maintenance Call your trash hauler to replace leaking dumpsters. Do not dump any toxic substance or liquid waste on the pavement, the ground, or near a storm drain. Even materials that seem harmless such as latex paint or biodegradable cleaners can damage the environment. Recycle paints, solvents and other materials. For more information about recycling and collection centers, visit www.oclandfills.com. Store materials indoors or under cover and away from storm drains. Use a construction and demolition recycling company to recycle lumber, paper, cardboard, metals, masonry, carpet, plastic, pipes, drywall, rocks, dirt, and green waste. For a listing of construction and demolition recycling locations in your area, visit www.ciwmb.ca.gov/recycle. Properly label materials. Familiarize employees with Material Safety Data Sheets. Landscape Maintenance Compost grass clippings, leaves, sticks and other vegetation, or dispose of it at a permitted landfill or in green waste containers. Do not dispose of these materials in the street, gutter or storm drain. Irrigate slowly and inspect the system for leaks, overspraying and runoff. Adjust automatic timers to avoid overwatering. Follow label directions for the use and disposal of fertilizers and pesticides. Do not apply pesticides or fertilizers if rain is expected within 48 hours or if wind speeds are above 5 mph. Do not spray pesticides within 100 feet of waterways. Fertilizers should be worked into the soil rather than dumped onto the surface. If fertilizer is spilled on the pavement or sidewalk, sweep it up immediately and place it back in the container. Building Maintenance Never allow washwater, sweepings or sediment to enter the storm drain. Sweep up dry spills and use cat litter, towels or similar materials to absorb wet spills. Dispose of it in the trash. If you wash your building, sidewalk or parking lot, you must contain the water. Use a shop vac to collect the water and contact your city or sanitation agency for proper disposal information. Do not let water enter the street, gutter or storm drain. Use drop cloths underneath outdoor painting, scraping, and sandblasting work, and properly dispose of materials in the trash. Use a ground cloth or oversized tub for mixing paint and cleaning tools. Use a damp mop or broom to clean floors. Cover dumpsters to keep insects, animals, rainwater and sand from entering. Keep the area around the dumpster clear of trash and debris. Do not overfill the dumpster. PROJECT PREVENTION Proper Maintenance Practices for your Business Never Dispose of Anything in the Storm Drain. PA2022-0277 PA2022-0277 PA2022-0277 Appendix D Preliminary Grading and Storm Drain Plans PA2022-0277 HIGH FLOW DIVERSION MANHOLE WITH WEIR HIGH FLOW DIVERSION MANHOLE WITH WEIR NOT FOR REGULATORY APPROVAL, PERMITTING OR CONSTRUCTION © LPA, Inc.Developed forJob Number Date Published Checked By ScaleRevisionDateARCHITECTURE ENGINEERING INTERIORS LANDSCAPE ARCHITECTURE PLANNING 949-261-1001 Office 949-260-1190 Fax LPADesignStudios.com SubmittalDate5301 California Avenue, Suite 100 Irvine, California 92617 This document and all other project documents, ideas, aesthetics and designs incorporated therein are instruments of service. All project documents are copyright protected, are the property of LPA, Inc. (LPA) and cannot be lawfully used in whole or in part for any project or purpose except as set forth in the contractual agreement between LPA and its Client. The unauthorized disclosure and/or use of the project documents (including the creation of derivative works), may give rise to liability for copyright infringement, unlawful disclosure, use or misappropriation of property rights held by LPA. The unauthorized use of the project documents will give rise to the recovery of monetary losses and damages including attorney fees and costs for which the unauthorized user will be held liable. Project documents describe the design intent of the work and are not a representation of as-built or existing conditions. LPA is not responsible for any discrepancies between the project documents and the existing conditions.SAGE HILL SCHOOLPROPOSED MIDDLE SCHOOL AND GYMNASIUM20402 Newport Coast DriveNewport Beach, CA 92657SAGE HILL SCHOOL3069101 AC 10/04/2022DRAFT SITE DEVELOPMENT REVIEW PACKAGE08/19/22SITE DEVELOPMENT REVIEW PACKAGESITE DEVELOPMENT REVIEW09/15/2210/04/221" = 20' C2.01 PRELIMINARY STORM DRAIN AND STORMWATER QUALITY PLAN N 2010 400MATCH LINE - SEE SHEET C2.02PA2022-0277 HIGH FLOW DIVERSION MANHOLE WITH WEIR HIGH FLOW DIVERSION MANHOLE WITH WEIR HIGH FLOW DIVERSION MANHOLE WITH WEIR WATER QUALITY VAULT ACO BRICKSLOT DRAIN WATER QUALITY VAULT WATER QUALITY VAULT E E E S NOT FOR REGULATORY APPROVAL, PERMITTING OR CONSTRUCTION © LPA, Inc.Developed forJob Number Date Published Checked By ScaleRevisionDateARCHITECTURE ENGINEERING INTERIORS LANDSCAPE ARCHITECTURE PLANNING 949-261-1001 Office 949-260-1190 Fax LPADesignStudios.com SubmittalDate5301 California Avenue, Suite 100 Irvine, California 92617 This document and all other project documents, ideas, aesthetics and designs incorporated therein are instruments of service. All project documents are copyright protected, are the property of LPA, Inc. (LPA) and cannot be lawfully used in whole or in part for any project or purpose except as set forth in the contractual agreement between LPA and its Client. The unauthorized disclosure and/or use of the project documents (including the creation of derivative works), may give rise to liability for copyright infringement, unlawful disclosure, use or misappropriation of property rights held by LPA. The unauthorized use of the project documents will give rise to the recovery of monetary losses and damages including attorney fees and costs for which the unauthorized user will be held liable. Project documents describe the design intent of the work and are not a representation of as-built or existing conditions. LPA is not responsible for any discrepancies between the project documents and the existing conditions.SAGE HILL SCHOOLPROPOSED MIDDLE SCHOOL AND GYMNASIUM20402 Newport Coast DriveNewport Beach, CA 92657SAGE HILL SCHOOL3069101 AC 10/04/2022DRAFT SITE DEVELOPMENT REVIEW PACKAGE08/19/22SITE DEVELOPMENT REVIEW PACKAGESITE DEVELOPMENT REVIEW09/15/2210/04/221" = 20' C2.02 PRELIMINARY STORM DRAIN AND STORMWATER QUALITY PLAN 2010 400MATCH LINE - SEE SHEET C2.01N PA2022-0277 526.75 528.60 526.75 529.75 529.901.3%0. 0 8 % 1.2% 0.98% 1.3% NOT FOR REGULATORY APPROVAL, PERMITTING OR CONSTRUCTION © LPA, Inc.Developed forJob Number Date Published Checked By ScaleRevisionDateARCHITECTURE ENGINEERING INTERIORS LANDSCAPE ARCHITECTURE PLANNING 949-261-1001 Office 949-260-1190 Fax LPADesignStudios.com SubmittalDate5301 California Avenue, Suite 100 Irvine, California 92617 This document and all other project documents, ideas, aesthetics and designs incorporated therein are instruments of service. All project documents are copyright protected, are the property of LPA, Inc. (LPA) and cannot be lawfully used in whole or in part for any project or purpose except as set forth in the contractual agreement between LPA and its Client. The unauthorized disclosure and/or use of the project documents (including the creation of derivative works), may give rise to liability for copyright infringement, unlawful disclosure, use or misappropriation of property rights held by LPA. The unauthorized use of the project documents will give rise to the recovery of monetary losses and damages including attorney fees and costs for which the unauthorized user will be held liable. Project documents describe the design intent of the work and are not a representation of as-built or existing conditions. LPA is not responsible for any discrepancies between the project documents and the existing conditions.SAGE HILL SCHOOLPROPOSED MIDDLE SCHOOL AND GYMNASIUM20402 Newport Coast DriveNewport Beach, CA 92657SAGE HILL SCHOOL3069101 AC 10/04/2022DRAFT SITE DEVELOPMENT REVIEW PACKAGE08/19/22SITE DEVELOPMENT REVIEW PACKAGESITE DEVELOPMENT REVIEW09/15/2210/04/221" = 20' C4.01 PRELIMINARY GRADING PLAN N 2010 400MATCH LINE - SEE SHEET C4.02APPROXIMATE CUT: 8,400 CY APPROXIMATE FILL: 1,200 CY NET (EXPORT): 6,600 CY NOTE: EARTHWORK QUANTITIES INDICATED ARE FOR REFERENCE ONLY (NOT FOR BID OR PAYMENT). THE CONTRACTOR IS RESPONSIBLE FOR ACTUAL QUANTITIES. *HAUL ROUTE TO BE DETERMINED AT PRE-GRADE MEETING AND ALL NECESSARY PERMITS SHALL BE OBTAINED BY THE GENERAL CONTRACTOR* EARTHWORK QUANTITIES PA2022-0277 E E E S 534.5534.5 533.25533.25533.25 534.0 FFE 533.9 561.7 546.5 533.75 563.2 563.5 562.7 532.65 532.35532.0 532.3 533.75 533.75 533.75 530.10 528.4 526.75 526.5 528.5 (539.9) 533.35 533.10 546.5 564.0 (540.0)2.1%2.1%0.92%1.0%1.0%1.0%1.6%1.1%0.93%0.6 7 % 1.9% 29 RISERS AT 6.30" EACH 29 RISERS AT 5.28" EACH GYM STORAGE 200 SF TEAM ROOM 525 SF TEAM ROOM 670 SF ELEV EQUIP 75 SFCORRIDORRESTROOMS 1185 SF ELECT 250 SF DATA 155 SFBLEACHERS(16 ROWS = 824 SEATS)CUSTODIAN / STORAGE 500 SF OPEN OFFICE 370 SF ELEV TRAINING ROOM 495 SF OFFICE 260 SF OPEN OFFICE 240 SF STORAGE 240 SF OFFICE 105 SF OFFICE 95 SF NOT FOR REGULATORY APPROVAL, PERMITTING OR CONSTRUCTION © LPA, Inc.Developed forJob Number Date Published Checked By ScaleRevisionDateARCHITECTURE ENGINEERING INTERIORS LANDSCAPE ARCHITECTURE PLANNING 949-261-1001 Office 949-260-1190 Fax LPADesignStudios.com SubmittalDate5301 California Avenue, Suite 100 Irvine, California 92617 This document and all other project documents, ideas, aesthetics and designs incorporated therein are instruments of service. All project documents are copyright protected, are the property of LPA, Inc. (LPA) and cannot be lawfully used in whole or in part for any project or purpose except as set forth in the contractual agreement between LPA and its Client. The unauthorized disclosure and/or use of the project documents (including the creation of derivative works), may give rise to liability for copyright infringement, unlawful disclosure, use or misappropriation of property rights held by LPA. The unauthorized use of the project documents will give rise to the recovery of monetary losses and damages including attorney fees and costs for which the unauthorized user will be held liable. Project documents describe the design intent of the work and are not a representation of as-built or existing conditions. LPA is not responsible for any discrepancies between the project documents and the existing conditions.SAGE HILL SCHOOLPROPOSED MIDDLE SCHOOL AND GYMNASIUM20402 Newport Coast DriveNewport Beach, CA 92657SAGE HILL SCHOOL3069101 AC 10/04/2022DRAFT SITE DEVELOPMENT REVIEW PACKAGE08/19/22SITE DEVELOPMENT REVIEW PACKAGESITE DEVELOPMENT REVIEW09/15/2210/04/221" = 20' C4.02 PRELIMINARY GRADING PLAN2010400MATCH LINE - SEE SHEET C4.01N APPROXIMATE CUT: 8,400 CY APPROXIMATE FILL: 1,200 CY NET (EXPORT): 6,600 CY NOTE: EARTHWORK QUANTITIES INDICATED ARE FOR REFERENCE ONLY (NOT FOR BID OR PAYMENT). THE CONTRACTOR IS RESPONSIBLE FOR ACTUAL QUANTITIES. *HAUL ROUTE TO BE DETERMINED AT PRE-GRADE MEETING AND ALL NECESSARY PERMITS SHALL BE OBTAINED BY THE GENERAL CONTRACTOR* EARTHWORK QUANTITIES PA2022-0277